TUGAS BESAR STRUKTUR BAJA II TYPE KUDA - KUDA VAULTED PARALLEL CHORD

TYPE KUDA - KUDA VAULTED PARALLEL CHORD Ketentuan : L = 47,5 m H = 19,5 m Jarak kuda - kuda = 6,8 m Beban Angin = 43 kg/m Mutu Baja = BJ 34 Jenis Sambungan = Baut Page 1

I. DESAIN GORDING A. Perhitungan Sudut dan Panjang X a 23,75 b h B. Pembebanan Pada Gording Jarak antar gording = 1,5 m a. Beban tetap beban mati = 27,89 m Menggunakan Profil Canal 18 1. Beban atap = beban atap (surya roof) + = 4 x 1,28 = 5,12 kg 2. q beban mati atap = = = 6,01 kg/m 3. Berat sendiri (qbs) = 22 kg/m (tabel profil baja canal 18) 4. Berat mati (qbm) = beban atap + berat sendiri = 6,01 + 22 = 28,01 kg/m 5. Beban aksesori = 15% x qbm = 15% x 28,01 = 4,20 kg/m 6. qbm total = qbm + beban aksesori = 28,01 + 4,20 = 32,21 kg/m b. Beban hidup 1. Beban orang (PH) = 100 kg 2. Beban hujan (wh) = 20 kg/m (asumsi) maka = 20 kg/m x J (jarak kuda-kuda) = 20 x 1,28 x 6,8 = 174,08 kg Page 2

diperoleh beban orang < beban hujan,maka beban hujan yang dipakai dalam perhitungan c. Pengaruh kemiringan atap 1. Beban hidup Px = PH = 174,08 sin 31,62 = 91,27 kg/m Py 2. Beban mati qbmx qbmx = PH = 174,08 cos 31,62 = 148,24 kg/m = qbm x = 32,21 x sin 31,62 = 16,85 kg/m = qbm x = 32,21 x cos 31,62 = 27,43 kg/m Mmax X = qx.j 2 + px.j = = 97,62 + 155,16 = 252,78 kg/m Mmax Y = qy.j 2 + py.j = 158,55 + 252,01 = 410,56 kg/m d. Syarat kestabilan penampang Profil baja canal 18 BJ 34 = Fy = 2100 E = 2,1 x 10 6 = Flens = 0,56 Page 3

= 0,56 = 6,36 17,71 (OKE) Web = 1,49 = 1,49 e. Periksa Kekuatan Terhadap tegangan lentur = 22,5 47,12 (OKE) δx = = = 1128,48 Kg/m δy = = = 273,71 Kg/m Beban tetap = δ Periksa tegangan geser = 1400 = 1400 = 1161,20 1400 (OKE) Lx = qbmx. j + = = 57,43 + 45,64 = 103,01 kg Ly = qbmy. j+ = = 93,26 +74,12 = 167,38 kg τx = = = 169,42 kg/m 2 τy = = = 1,26 kg/m 2 Page 4

τbt = c = 0,6 δ = 0,6 1400 = 169,42 840 (OKE) Tegangan ideal (Huber henky) δ1 = δ f. Lendutan Pada Gording = 1400 = 1400 = 1197,70 1400 (OKE) Lendutan Ijin = = = 2,83 δmax x = ( ) ( ) = ( ) ( ) = 0,166 + 0,002 = 0,168 δmax y = ( ) ( ) = ( ) ( ) = 3,190 + 0,041 = 3,231 δtotal = = 2,83 = 2,83 = 3,235 2,83 (maka harus memakai treak stang) Track Stang Ts = + 10 = + 10 = 350 Lendutan Izin (δ) = = = 1,46 m Lendutan Pada Gording δx = ( ) ( ) Page 5

= 0,012 + 0,0003 = 0,0123 δy = ( ) ( ) = 0,224 + 0,006 = 0,23 δ total = δ = 1,46 = 1,46 = 0,23 1,46 (OKE) g. Beban Angin q angin = w angin x i x C1 C1 = 0,02 x - 0,4 = 43 x 1,28 x 0,232 = 0,02 x 31,62-0,4 = 12,770 kg/m 1 = 0,282 Akibat kemiringan atap q ay = q angin = 12,770 kg/m1 q ay= 0 max = 0 M ay = = = 73,806 kg/m Akibat beban sementara δx = δx beban atap = 1161,20 kg/m δy = = Periksa Kekuatan Lentur δe = = = = 1205 (OKE) Periksa Geser τ = = = = 169,425 (OKE) Page 6

Periksa Ideal τi = = = = 1240,472 (OKE) Periksa kekuatan akibat beban sementara δ δ x 1,25 3,235 2,83 x 1,25 3,235 3,538 (OKE) Kesimpulan Jadi Gording Canal 18 dapat digunakan Page 7

II. PEMBEBANAN PADA KUDA KUDA I. Beban Mati Beban Atap Beban Aksesori (15%) = 15%x40,87 Beban Mati q atap = W atap x j = 6,13 kg/m 2 qtotal = 6,01 x 6,8 = 40,87 kg/m2 = q atap + q aksesori = 40,87 + 6,13 Pa1 = Pa2 = Pa3 = Pa4 = Karena simetris,maka : Page 8

Pa5 = Pa3 = 437,10 kg/m Pa6 = Pa2 = 437,10 kg/m Pa7 = Pa1 = 218,57 kg/m TUGAS BESAR STRUKTUR BAJA II II. Beban Hidup Beban Orang Beban Hujan = 100 kg = W.hujan x jarak kuda-kuda = 20 x 6,8 = 136 kg/m PH1 = PH2 = PH3 = PH4 = 2 karena simetris,maka : PH5 = PH5 = 1077,12 kg/m2 PH6 = PH2 = 1077,12 kg/m 2 PH7 = PH1 = 538,56 kg/m 2 III. Berat Gording G = q gording x j = 22 x 6,8 = 149,6 kg PG1 = PG2 = PG3 = PG4 = Karena simetris,maka : PG5 = PG3 = 972,4 kg PG6 = PG2 = 972,4 kg PG7 = PG1 = 523,6 kg Beban Tetap Total Page 9

PBT PBT1 = PBT7 = Pa + PG +PH = Pa1 + PG1 + PH1 = 218,57 + 523,6 + 538,56 = 1280,73 kg PBT2 = PBT6 = Pa2 + PG2 + PH2 = 437,10 + 972,4 + 1077,12 = 2486,62 kg PBT3 = PBT5 = Pa3 + PG3 + PH3 = 437,10 + 1047,2 + 1077,12 = 2561,42 kg IV. Berat kuda-kuda Panjang batang = S1+S2+S3+S4+...+S25 = (22,89 x 4) + 4,875 x 7) + (7,92 x 6) = 111,56 +34,125+47,52 = 193,205 m Asumsi profil siku ganda 130.130.12 = 36,2 kg/m Page 10

L (batang terpanjang) = 9,3 m 4,65 4,88...(ok) Berat sendiri kuda-kuda qbs = = Aksesori 20% = = 294,48 + 58,9 = 353,38 kg/m Pbs1 = Pbs2 = Pbs3 = Pbs4 = Pbs5 = Pbs6 = Pbs7 = 1. Beban sementara Beban sementara a. P Angin Kiri Muka Angin q angin = W angin x j x c1 c1 = (0,02 x ) - 0,4 = 43 x 6,8 x 0,282 = (0,02 x 31,62) - 0,4 = 67,837 kg/m = 0,282 Pag1 = Pag2 = Pag3 = Pag4 = Page 11

Belakang angin q angin = W angin x j x c = 43 x 6,8 x 0,4 = 116,96 kg/m Pag5 = Pag6 = Pag7 = Pag8 = b. P Angin Kanan Muka angin q angin = W angin x j x c = 43 x 6,8 x 0,232 = 67,837 kg/m Pag1 = Pag2 = Pag3 = Pag4 = Belakang angin q angin = W angin x j x c = 43 x 6,8 x 0,4 = 116,96 kg/m Pag5 = Pag6 = Pag7 = Pag8 = Page 12

III. A Page 13

NALISA STRUKTUR RANGKA Page 14

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IV. DESAIN BATANG TARIK (S10) Batang tarik terbesar = 41,35 ton (akibat beban tetap / combo 1) panjang batang = 9,297 m dipiling profil = 160.160.15 w = 36,2 x 2 = 72,4 Ab = 46,1 x 2 = 92,2 Ix0 = Iy0 = 1100 cm4 ix0 = iy0 = 4,88 cm a = 2ey + t = 2 (4,49)+1,9 cm = 10,88 cm imin = 3,14 cm Analisa kelangsingan batang tarik Batang tarik terpanjang = 9,297 cm (S10) ix = ix0 = 4,88 cm iy = = = = = 12,48 cm4 λ = Luas penampang efektif profil An = 0,85 x Ab = 0,85 x 92,2 =78,37 cm 2 Analisa kekuatan batang tarik = 41,35 ton σtr = Page 18

V. DESAIN BATANG TEKAN (S2) TUGAS BESAR STRUKTUR BAJA II Batang tarik terbesar (P) = 41,35 t = 41350 kg (akibat combo 1) Panjang batang = 9,297 m = 929,7 cm Dipilih profil 180.180.18 w = 48,6 x 2 = 97,2 Ab = 61,9 x 2 = 123,8 Ix0 = Iy0 = 1870 cm4 ix0 = iy0 = 5,49 cm a = 2ey + t = 2 (5,10)+1,9 cm = 12,1 cm Sumbu bahan ix = ix0 = 5,49 cm λx = σtk = λc = = w = = σtk = iy = λy = Desain optimum λ1 λ1 = e1 = = = = λ1x imin = 125,35 x 3,49 = 437,47 Page 19

Jumlah medan n = e1 = = λ1 = λw = = = λc = = w = 1,25 (1,47) 2 = 2,7 tekan = Maka Profil 180.180.18 dapat digunakan Page 20

VI. DESAIN PLAT KOPPEL gaya tekan max = 41,35 t = 41350 kg menggunakan profil 180.180.18 a = 12,1 e1 = 309,9 m I1 = 1870 Syarat kekuatan plat koppel I koppel = maka memakai plat koppel 1/4" = 0,6 cm b = (18x2) + 1,9 = 37,9 maka ukuran pelat koppel = 37,9 x 25 x 0,6 Periksa kekuatan pelat koppel L = 2% x 41350 = 827 kg L = Sx = Ix = = pakai L = 46,875 = 781,25 Page 21

τmax = = = Maka pelat koppel 37,9 x 25 x 0,6 dapat dipakai Jumlah medan = 3 buah Jarak antar koppel = 309,9 cm Page 22

e TUGAS BESAR STRUKTUR BAJA II VII. DESAIN SAMBUNGAN BAUT DAN GAMBAR DETAIL MUTU BAJA BJ 34 Tegangan leleh = 2100 kg/cm 2 σ BJ 34 = 1400 kg/cm 2 Asumsi ᶲ baut (db) = 1.5 = 3.81 cm 1.5d 2.5d 2.5d 1.5d Perhitungan Jarak Antar Baut Page 23

9.5 5.7 16.0 TUGAS BESAR STRUKTUR BAJA II Atap Surya Roof Trakstang Ø10 mm 180.180.18 Baut 3-Ø1.5 '' Profile Canal 180.70.8 S1 S14 9.5 Baut 2-Ø1.5 '' Profile siku 180.180.18 S13 160.160.15 Baut 2-Ø1.5 '' Plat Penyambung 3/4'' Detail 1 DETAIL SAMBUNGAN 1 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S13 = = 0.4 1 baut S1 = = 2.4 3 baut S14 = = 2 baut Page 24

16.0 TUGAS BESAR STRUKTUR BAJA II 180.180.18 S1 Atap Surya Roof Trakstang Ø10 mm Profile Canal 180.70.8 180.180.18 Baut 3-Ø1.5 '' S15 S2 S16 Baut 2-Ø1.5 '' 160.160.15 Plat Penyambung 3/4'' Baut 2-Ø1.5 '' Baut 5-Ø1.5 '' 180.180.18 Detail 2 DETAIL SAMBUNGAN 2 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S2 = = 4.3 5 baut S1 = = 2.4 3 baut S15 = = 1.2 2 baut S16 = = 1.6 2 baut Page 25

TUGAS BESAR STRUKTUR BAJA II 180.180.18 Atap Surya Roof Trakstang Ø10 mm 180.180.18 Baut 4-Ø1.5 '' Baut 5-Ø1.5 '' Profile Canal 180.70.8 S3 S18 S2 S17 Baut 1-Ø1.5 '' Plat Penyambung 3/4'' 180.180.18 Profile siku 180.180.18 Detail 3 DETAIL SAMBUNGAN 3 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S3 = = 3.9 4 baut S17 = = 1 baut S2 = = 4.3 5 baut S18 = = 0.48 1 baut Page 26

Profile Canal 180.70.8 Atap Surya Roof Baut 4-Ø1.5 '' Trakstang Ø10 mm 180.180.18 Profile Canal 180.70.8 Atap Surya Roof Baut 4-Ø1.5 '' Trakstang Ø10 mm 180.180.18 S3 S4 Plat Penyambung Baut 4-Ø1.5 '' S19 160.160.15 16.0 Detail 4 DETAIL SAMBUNGAN 4 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S3 = = 3.9 4 baut S4 = = 3.9 4 baut S19 = = 3.9 4 baut Page 27

16.0 TUGAS BESAR STRUKTUR BAJA II S20 S4 Atap Surya Roof Trakstang Ø10 mm Profile Canal 180.70.8 180.180.18 Baut 4-Ø1.5 '' Baut 4-Ø1.5 '' 180.180.18 160.160.15 Baut 1-Ø1.5 '' Plat Penyambung 3/4'' Baut 1-Ø1.5 '' 180.180.18 S21 S5 Detail 5 DETAIL SAMBUNGAN 5 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S20 = = 0.9 1 baut S4 = = 3.9 4 baut S5 = = 3.1 4 baut S21 = = 0.69 1 baut Page 28

16.0 TUGAS BESAR STRUKTUR BAJA II S22 S5 Atap Surya Roof Trakstang Ø10 mm Profile Canal 180.70.8 180.180.18 Baut 4-Ø1.5 '' Baut 2-Ø1.5 '' 160.160.15 Baut 2-Ø1.5 '' Plat Penyambung 3/4'' 180.180.18 S23 S6 Baut 1-Ø1.5 '' 180.180.18 Detail 6 DETAIL SAMBUNGAN 6 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S5 = = 3.1 4 baut S22 = = 1.1 2 baut S6 = = 1.8 2 baut S23 = = 0.9 1 baut Page 29

16.0 TUGAS BESAR STRUKTUR BAJA II Atap Surya Roof Trakstang Ø10 mm 180.180.18 S6 S24 160.160.15 Baut 2-Ø1.5 '' S25 Profile Canal 180.70.8 Baut 2-Ø1.5 '' Plat Penyambung 3/4'' Baut 2-Ø1.5 '' 180.180.18 Detail 7 DETAIL SAMBUNGAN 7 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S6 = = 1.8 2 baut S24 = = 1.5 2 baut S25 = = 1.1 2 baut Page 30

180.180.18 16.0 S7 S25 Plat Penyambung 3/4'' 160.160.15 Baut 2-Ø1.5 '' Baut 1-Ø1.5 '' Detail 8 DETAIL SAMBUNGAN 8 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S7 = = 0 1 baut ( gaya netral ) S25 = = 1.1 2 baut Page 31

16.0 TUGAS BESAR STRUKTUR BAJA II 16.0 S23 180.180.18 Baut 1-Ø1.5 '' S8 Plat Penyambung 3/4'' Baut 2-Ø1.5 '' 160.160.15 160.160.15 S24 Baut 2-Ø1.5 '' Baut 1-Ø1.5 '' S7 160.160.15 16.0 Detail 9 DETAIL SAMBUNGAN 9 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S8 = = 1.8 2 baut S23 = = 0.9 1 baut S24 = = 1.5 2 baut S7 = = 0 1 baut Page 32

16.0 TUGAS BESAR STRUKTUR BAJA II 16.0 S21 180.180.18 Baut 1-Ø1.5 '' Plat Penyambung 3/4'' 160.160.15 Baut 4-Ø1.5 '' S9 Baut 2-Ø1.5 '' 160.160.15 S22 Baut 2-Ø1.5 '' 160.160.15 S8 16.0 Detail 10 DETAIL SAMBUNGAN 10 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S9 = = 3.1 4 baut S22 = = 1.1 2 baut S21 = = 0.69 1 baut S8 = = 1.8 2 baut Page 33

16.0 TUGAS BESAR STRUKTUR BAJA II 16.0 180.180.18 Baut 4-Ø1.5 '' Baut 1-Ø1.5 '' S18 S19 160.160.15 S20 Plat Penyambung 3/4'' Baut 1-Ø1.5 '' 160.160.15 Baut 4-Ø1.5 '' 160.160.15 16.0 S10 Baut 5-Ø1.5 '' S9 160.160.15 16.0 Detail 11 DETAIL SAMBUNGAN 11 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S9 = = 3.1 4 baut S10 = = 4.3 5 baut S18 = = 0.48 1 baut S19 = = 3.9 4 baut S20 = = 0.9 1 baut Page 34

16.0 TUGAS BESAR STRUKTUR BAJA II 180.180.18 S17 16.0 Plat Penyambung 3/4'' Baut 2-Ø1.5 '' 160.160.15 S16 Baut 1-Ø1.5 '' S10 160.160.15 Baut 5-Ø1.5 '' S11 Baut 3-Ø1.5 '' 16.0 160.160.15 Detail 12 DETAIL SAMBUNGAN 12 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S17 = = 1 baut S10 = = 4.3 5 baut S11 = = 2.4 3 baut S16 = = 1.6 2 baut Page 35

16.0 TUGAS BESAR STRUKTUR BAJA II 180.180.18 Plat Penyambung 3/4'' S15 Baut 2-Ø1.5 '' 16.0 Baut 2-Ø1.5 '' 160.160.15 S14 S11 160.160.15 Baut 3-Ø1.5 '' S12 Baut 1-Ø1.5 '' 180.180.18 Detail 13 DETAIL SAMBUNGAN 13 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S15 = = 1.2 2 baut S11 = = 2.4 3 baut S14 = = 2 baut S12 = = 0.4 1 baut Page 36

5.7 9.5 5.7 TUGAS BESAR STRUKTUR BAJA II 180.180.18 S13 Baut 2-Ø1.5 '' S12 180.180.18 5.1 5.7 Baut 1-Ø1.5 '' Plat Penyambung 3/4'' Detail 14 DETAIL SAMBUNGAN 14 Periksa kekuatan 1 baut : N = A baut τ = ¼ (db) 2 ( 0.6 x 1400) = ¼ (3.81) 2 (840) = 9571.9 kg N terkecil yang dipakai Kekuatan 1 lubang : d = db + 0.2 cm = 3.81 + 0.2 = 4.01 cm N = dt 1.2 σ = 4.01 x 2 x 1.2 x 1400 = 13473.6 kg Perhitungan jumlah baut : S12 = = 0.4 1 baut S13 = = 1.3 2 baut Page 37

TABEL JUMLAH BAUT TUGAS BESAR STRUKTUR BAJA II Batang Gaya Jumlah Gaya Jumlah Gaya Jumlah Batang Batang Batang Baut Batang Baut Batang Baut S1 Tekan 6 S10 Tarik 10 S19 Tarik 8 S2 Tekan 10 S11 Tarik 6 S20 Tarik 2 S3 Tekan 8 S12 Tekan 2 S21 Tekan 2 S4 Tekan 8 S13 Tekan 4 S22 Tarik 4 S5 Tekan 8 S14 Tarik 4 S23 Tekan 2 S6 Tekan 4 S15 Tekan 4 S24 Tarik 4 S7-2 S16 Tarik 4 S25 Tekan 4 S8 Tarik 4 S17 Tekan 2 Sub Total 26 S9 Tarik 8 S18 Tekan 2 Sub Total 58 Sub Total 38 Total jumlah baut yang dipakai untuk kuda-kuda : 122 buah Page 38